HomeMy WebLinkAboutDrainage Reports - 10/12/1995 (11)I
Report
SHEAR
INGMEM
OAPIIlIATQQi
FINAL DRAINAGE REPORT
for
STOCKOVER CAR WASH
243 North College Avenue
FORT COLLINS, COLORADO
PREPARED FOR:
William and Maureen Stockover
1849 Rarnsgate Court
Ft. Collins, Colorado 80524
f INITIA UBMITTA[,
date' - 5 —!—
Prepared by:
Shear Engineering Corporation
Project No: 1482-01-95
Date: July, 1995
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334
July 6, 1995
Project No. 1482-01-95
Basil Hamdan
City of Fort Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Stockover car wash at 243 North College Avenue; Fort Collins, Colorado
Dear Basil,
Enclosed, please find the Final Drainage and Erosion Control Report for the Stockover car wash
at 243 North College Avenue. The hydrology data and the hydraulic analysis presented in this
report complies with the requirements of the City of Fort Collins Storm Drainage Criteria
Manual; dated March, 1984, and the Erosion Control Reference Manual.
If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334.
Sincerely,
Brian W. Shear, P.E.
Shear Engineering Corporation
BW S / meo
cc: William and Maureen Stockover
Carl Glazer
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334
Page 1
Final Drainage and Erosion Control Report
1482-01-95
I. GENERAL LOCATION AND DESCRIPTION:
A. Location
The Stockover car wash is located in the northeast 1/4 of Section 11, 17N, R69W of
the 6th P.M., Fort Collins, Colorado.
2. More specifically, it is located at 243 North College Avenue. The project site is
located in Old Town Fort Collins. The block is bounded by North College Avenue to
the east, Laporte Avenue to the south, Mason Street to the west and Maple Street to
the north.
3. The site is bounded on the north and the west by property which is owned by the City
of Fort Collins. The City of Fort Collins municipal building is located to the north.
The old railroad depot which is to be renovated for use by Stormwater Utility offices
is to located to west. The renovation of the old railroad depot is known as Freight
Depot P.U.D.. Washington Bar and Grill and The Boys and Girls Club are located
to the south.
4. The site design for the proposed Stormwater Utility offices is being done by Parson
and Associates. The preliminary design are under review by City staff as of the date
of this submittal. Grading and site design for the car wash site has been coordinated
with the design for the proposed Stormwater Utility offices.
B. Description of Property
1. The Stockover car wash site covers approximately 0.87 acres.
2. The site is currently vacant and covered mostly with gravel and some grasses.
a. We have used the graveled condition as the historic condition for determining the
release rates from the detention pond. The reason for this is that a large brick
building and an old brick house formerly occupied the majority of the site. The
house and the building were demolished approximately 3 - 4 years ago The
imperviousness of the site with the buildings in place is much higher than the site
with the gravel on it. Therefore, use of the graveled condition in determination of
the historic runoff coefficient and peak flows resulted in a more conservative
release rate from the required detention pond. Refer to page 1 in the drainage
calculation.
The development of the site will consist of the construction of a car wash facility.
Utilities are stubbed to the site. If these utility services are considered unusable, they
will be abandoned at the main as per City of Fort Collins code and new services
installed per City standards.
4. Access to the site will be obtained from North College Avenue. This is in compliance
with an agreement reached between the owner and the City of Fort Collins.
Page 2
Final Drainage and Erosion Control Report
1482-01-95
II. DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is located within the Old Town Basin as defined on the City of Fort Collins
Master Stormwater Basin Map.
a. The Basin fee rate for this basin is $4,150.00 per gross acre according to the
development fee section of the City of Fort Collins Development Manual. It is
our understanding that this may be reduced if detention is provided.
2. The flow pattern of the Old Town Basin is generally from west to east with some
northerly flows to the Cache La Poudre River It is highly channelized as it is almost
completely developed. Street and storm sewer infrastructure are the primary means
of channelization and stormwater conveyance.
3. There are no irrigation facilities located on site or within 100' of the site.
B. Sub -Basin Description
1. The site slopes down from the southwest corner to the northeast corner. There is
approximately 3.0 feet of relief across the property.
2. The development of the proposed Stormwater Utility offices and the car wash will
create a ridge along the common property line of the two sites. No stormwater from
the proposed Stormwater Utility offices will flow through the car wash site.
3. Some offsite drainage will flow onto the car wash site from the Boys and Girls Club
on the south side of the site. These flows will primarily consist of roof runoff from
the eastern end of the building.
4. No other offsite flows are considered with this project.
Page 3
Final Drainage and Erosion Control Report
1482-01-95
III. DRAINAGE DESIGN CRITERIA:
A. Regulations
1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual
and options for storm drainage improvements discussed by the City of Fort Collins
were considered.
B. Development Criteria Reference and Constraints
1. Grading constraints exist on the west and north , east, and south sides of the site.
These constraints are due to the existence of; 1) the city municipal buildings, 2) a
fully developed North College Avenue, and 3) the Boys and Girls Club building
respectively.
2. Grading and site design for the car wash site has been coordinated with the design
for the proposed Stormwater Utility offices by Parsons and Associates.
3. Detention is required in Old Town Basin. The parking area on the north side of the
proposed car wash will be used as a detention pond.
C. Hydrological Criteria
1. The Rainfall -Intensity -Duration curves for the City of Fort Collins were used (Figure
3-1, attached for reference), in conjunction with the "Rational Method" for
determining peak flows at various concentration points.
2. The ten (10) and one hundred (100) year storms were studied in accordance with
Table 3-1 of the City of Fort Collins Storm Drainage Design Criteria Manual for
commercial sites.
3. The detention basin was sized using the the Mass Diagram Method. The maximum
allowable release rate is based on the peak 2 year flow for historic conditions as per
the requirements of the Stormwater Utility.
D. Hydraulic Criteria
1. Storm sewer and drainage channel capacities were based on the Mannings Equation.
The Mannings coefficients will be as suggested by the City of Fort Collins Storm
Drainage Criteria Manual.
2. Storm inlet capacities were based on the Allowable inlet Capacity charts, Figure 5-3
of the City of Fort Collins Storm Drainage Criteria Manual.
Page 4
Final Drainage and Erosion Control Report
1482-01-95
IV. DRAINAGE FACILITY DESIGN:
A. General Concept
1. The entire site (approximately 0.87 acres) directs storm water directly to North
College Avenue in an undetained manner.
2. Detention will be provided in the parking area on the north side of the proposed car
wash.
a. An area inlet will be installed in sump condition to intercept flows from the site.
b. The outlet from the area inlet will consist of a combination trench grate and PVC
pipe. This outlet system will convey all flows to the flowline of North College
Avenue near the northeast corner of the site.
c. The release rate from the pond is based on the historic peak flow from the site for
the two year storm event.
3. The detention volume required for the pond is based on the onsite area (0.87 acres)
and a portion of the roof on the building to the south (0.02 acres) which contributes
runoff to the site via a roof drain.
i. The 1/2 ROW of North College Avenue is not included in the sizing of the pond.
City of Fort Collins requires that the 1/2 ROW area in front of a developing site
be included in the detention pond sizing.
ii. Due to site grading limitations, we were unable to provide the necessary volume
and freeboard using both the onsite area and the 1/2 ROW area.
iii. A variance request from this requirement is included with this report. Refer to
Section VII of this report for the variance request.
4. Runoff from a portion of the roof of the car wash (Subbasin lbd = 0.04 acres) will be
conveyed to North College Avenue undetained. This has been done for reasons of
safety. We are attempting to prevent any icing conditions on the north side of the
building. This is where customers will be picking up their cars.
5. All water used in the car wash operations will be recycled through the car wash
system until such time as it becomes unusable. At that time, it will be conveyed into
the sanitary sewer system located in North College Avenue. A sand and oil filter will
be installed to filter out soap, dirt and other materials before the gray water is
conveyed to the sanitary sewer system.
Page 5
Final Drainage and Erosion Control Report
1482-01-95
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details
1. The detention basin is situated in the parking area on the north side of the proposed
building.
a. The required volume for the detention basin is 5362 cubic feet based on a total
contributing area of 0.89 acres as mention previously. Refer to page 4 in the
drainage calculations
i. The required volume for the detention pond using the site and the 1/2 ROW of
North College as the contributing area was determined to be 8126 cubic feet.
Refer to page 4A in the drainage calculations.
ii. Due to restrictions on the grading created by the existing development
surrounding the site, we were not able to obtain this much storage volume.
b. The maximwn allowable release rate from the pond is 0.97 cubic feet per second.
Refer to page 2 in the drainage calculations. The historic peak flow for the 2 year
storm is used as the release rate from the detention pond per the CRT comments .
c The top of the pond, ie the top of the curb along the northeast portion of the
parking lot, is at an elevation of 91.50 feet. The curb also acts as an overflow
weir.
d. The total available storage volume in the pond is 7746 cubic feet. Refer to page 5
in the drainage calculations
i. We have attempted to use as much of the available volume as possible so as
to provide a little more detention than was determined to be necessary.
3. An area inlet is located in sump condition to collect the runoff from the site.
a. The grate elevation of the area inlet is 88.0 feet.
b. The invert elevation of the area inlet is 77.37 feet.
Page 6
Final Drainage and Erosion Control Report
1482-01-95
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
3. Stormwater will be conveyed to the flowline of North College Avenue via a
combination of a concrete trench drain and 6" PVC pipe. The total length of the
combination concrete trench drain and 6" PVC pipe from the outlet structure to the
sidewalk culvert is approximately 114 linear feet.
a. The slope of the trench drain and the 6" PVC pipe is 0.5%.
b. The trench drain has a Mannings 'n' factor of 0.016.
c. The 6" PVC pipe has a Mannings 'n' factor of 0.012.
d. The capacity of the trench drain varies as it does not have a typical section.
e. The capacity of the 6" PVC pipe using Mannings formula and a HW/D ratio of
1.0 is 0.43 cfs. Refer to page 6 in the drainage calculations.
f. The transition from trench drain to PVC pipe occurs in the middle of the northern
curbed island.
4. Pressure flow is anticipated in the conveyance system from the outlet structure to the
flowline at North College Avenue during the larger storm events. Refer to
calculations on page 7.
a. The 100 year water surface elevation is approximately 79.37 feet. This is based on
the assumption that a restriction plate with a 5" diameter orifice is attached.
b. The elevation of the top of the 6" PVC pipe at the upstream side of the sidewalk
culvert is 77.36 feet.
c. The total length of the outlet conveyance system from the outlet structure to the
upstream side of the sidewalk culvert located at the back of the existing walk is
102.5 feet.
d. The slope of the Hydraulic Grade Line (HGL) is equal to ((79.37-77.36)/102.5)
1.94%.
e. The capacity of the 6" PVC pipe using Mannings formula and the slope of the
HGL is 0.85 cfs. Refer to table 4 in Appendix H.
f. If the water surface elevation reaches the top of the curb (79.50), the capacity of
the 6" PVC will increase slightly to 0.88 cfs. This is still less than the historic 2
year peak flow of 0.97 cfs. Therefore the pipe controls the release from the pond
and an orifice for restricting flows is not considered necessary.
Page 7
Final Drainage and Erosion Control Report
1482-01-95
IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
5. The worst case scenario that will occur is when the water level exceeds the 79.50 feet
elevation due to the outlet being plugged up. If this should occur the result will be as
follows;
a. The curb along the north property line will act as a broad crested weir and the
water will overflow into the alley and by conveyed out into North College
Avenue.
b. The length of the weir is approximately 90 feet..
c. The peak 100 year flow to the area inlet is 7.91 cfs. Refer to page 3 in the
drainage calculations.
d. Using the the weir equation, the flow depth over the top of the curb for 7.91 cfs
is approximately 0.11 feet (or 1 3/8"). This would be at an approximate elevation
of 79.61 feet.
e. The proposed finished floor of the car wash is at an elevation of 80.50 feet.
6. Maintenance of the property and all onsite drainage facilities will be the responsibility
of the owner.
V. EROSION CONTROL:
A. General Concept
1. Erosion control measures are called for on the Master Drainage and Erosion Control
plan.
a. Maintenance of erosion control device will remain the responsibility of the
developer until the project is complete.
B. Specific Details
1. Erosion control measures will include the following:
a. A hay bale barrier around the proposed area inlet.
b. Silt fence along the back of the walk at North College Avenue.
2. Since the remainder of the site is sloped into the site, no other erosion control
measures are considered necessary.
Page 8
Final Drainage and Erosion Control Report
1482-01-95
VI. EROSION CONTROL SECURITY DEPOSIT:
A. An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
1. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
i The cost to install the proposed erosion control measures is approximately
$722.50. Refer to the cost estimate attached in Appendix I. 1.5 times to install
the erosion control measures is $ 1,083.75
ii. Based on current data provided by the City of Fort Collins Storm Water Utility,
and based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 0.87 acres), we estimate that the cost to re -
vegetate the disturbed area will be $1,131.00 ($1,300.00 per acre x 0.87 acres).
1.5 times the cost to re -vegetate the disturbed area is $1,696.50. The $1,300.00
per acre for re -seeding sites of less than 1 acre was quoted to us by the City of
Fort Collins Storm Water Utility staff.
2. The erosion control security deposit amount required for this project will be
$1,696.50. See the Erosion Control Security Deposit Requirements document
located in Appendix IV.
3. The erosion control security deposit is reimbursable.
VIL VARIANCE FROM CITY STANDARDS
A. Variance from City of Fort Collins requirements
1. With this report, the developer is formally requesting a variance from the standard
requirement by the Stormwater Utility that the area within the 1/2 ROW which fronts
on the site be included in the calculations for detention sizing.
2. The variance is requested because the development around the site restricts the
amount of grading that can be done onsite. The grading restriction limits the amount
of detention volume that can be provided on the site. We were able to provide
slightly more detention volume than was required using the Mass Diagram Method
and the site area as the only contributing area.
Page 9
Final Drainage and Erosion Control Report
1482-01-95
VUL CONCLUSIONS:
A. Compliance with Standards
1. All drainage analysis has been performed according to the requirements of the City of
Fort Collins Storm Drainage Criteria Manual.
2. Proposed drainage improvements generally conform with the recommendations of the
City of Fort Collins Master Drainage Plan.
3. Proposed erosion control measures generally conform with the recommendations of
the City of Fort Collins standards.
B. Drainage Concept
1. The proposed drainage design for Stockover Car wash is effective for the control of
storm runoff with little or no downstream effects.
2. The proposed drainage design for Stockover Car wash will have absolutely no effect
on City of Fort Collins Master Drainage Plan recommendations.
IX. REFERENCES:
1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards';
May, 1984
2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991
3. Preliminary Freight Depot P.U.D. Drainage, Grading & Erosion Control Plan by
Parsons & Associates; Project No. 95.09-STM; Dated June 19, 1995
APPENDIX I
Drainage Calculations
Erosion Control Calculations
SCENARIO 1
SURFACE
CHARACTERISTICS
STREETS
ASPHALT
CONCRETE
GRAVEL
zl-Q;.
LAWNS SANDY SOIL
FLAT < 2$
AVERAGE 2 - 7%
STEEP > 7%
LAWNS HEAVY SOIL
SHEAR ENGINEERING CORPORATION
COMPARISON OF HISTORIC CONDITIONS FOR CARWASH
PAGE 1
PROJECT :CARWASH
PROJ.NO. :1482-01-95 DATE: 06/29/95
LOCATION :243 N. COLLEGE BY: HBO
PILE :CARCOEF
NOTES :REFER TO SURVEY BY STEWART AND ASSOCIATES
DATED MAY 6, 1974 FOR SCENARIO 1
TOTAL
SITE WITH BRICK BUILDING AND HOUSE AREA SF
RUNOFF +++*+fr+r+++r+++++
CORP. 38000.00 (190-200)
AREA C C*A ROOF AREA
(acres) SF
r++++r+r+++rtr+ffx
0.000 0.950 0.000 18400.90 BRICK BUILDING
0.000 0.950 0.000 476.90 OLD HOUSE
0.147 0.500 0.073 +++++++rr++rr+f txx
18877.80 TOTAL = 0.433 ac
0.433 0.950 0.412 rrr+r+rrr+++rrrrrf
GRAVELLED
AREA
0.000 0.100 0.000 SF
0.000 0.150 0.000 •rrrr++++++r++rrrr
0.000 0.200 0.000 6391.00 = 0.147.ac
PLAT < 2%
0.292
0.200
0.058
AVERAGE 2 - 74
0.000
0.250
0.000
STEEP > 74
0.000
0.350
0.000
TOTAL AREA
0.872
0.544
C2
CIO
C100
COMPOSITE C VALUE
0.623
0.623
0.779
SCENARIO 2 - TODAYS
CONDITIONS
SITE IS COVERED WITH GRAVEL
C2
C10
C100
EX. SITS 1995
0.50
0.50
0.63
GRASS = REMAINING AREA
AREA
SP
rrrrr+rrrr+++rrrfr
12731.20 = 0.292 ac
TOTAL 0.872 ac
CONCLUDE: USE THE 'C' FACTOR FOR THE EXISTING SITS OF TODAY FOR
HISTORIC CONDITIONS
SHEAR ENGINEERING CORPORATION
HISTORIC
PAGE
2
FLOW TO CONCENTRATION POINT Ah
FROM BASIN I
PROJECT:
CAR WASH
DATE
06/30/95
FILE:
CARRUN
PROD.
NO.1482-01-95
NOTES:
INCLUDES 0.02
AC FROM ROOF OF BUILDING BY
HBO
TO SOUTH
AREA (A)= 0.890 ACRES
RUNOFF COEF. (C)
2 YEAR 10
YEAR
100
YEAR
C 0.51
0.51
0.64
SITE IS MOSTLY COVERED WITH GRAVEL
TIME OF CONCENTRATION (TO
OVERLAND TRAVEL TIME (Ti)
LENGTH = 290 FRET SLOPE
= 2.00
4
2 YEAR 10
YEAR
100
YEAR
C = 0.50
0.50
0.63
Ti (min)= 15.20
15.20
12.03
TRAVEL TIME (Tt)=L/(60+V)
FLOW
TYPE
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
L (ft) _? S (4) _?
?
NOTE: ALL VELOCITIES TAKEN
FROM FIGURE
3-2
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10
YEAR
100
YEAR
Tc (min)= 15.20
15.20
12.03
USE Tc = 15
15
12
INTENSITY (I) (iph)
2 YEAR 10
YEAR
100
YEAR
I = 2.14
3.75
6.71
NOTE: INTENSITIES TAKEN FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR 10
YEAR
100
YEAR
Q = 0.97
1.70
3.81
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
V (fps)
_?
Tt(min)=
0.00
TOTAL TRAVEL TIME
(min) =
0.00
CONCLUDE:USE THE HISTORIC 2 YEAR FLOW AS RELEASE RATE FOR THE ON SITE
DETENTION TO BE PROVIDED IN THE PARKING LOT
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE 3
FLOW TO OUTLET
STRUCTURE B Ad
FROM BASIN
Iad
PROJECT: CAR WASH
DATE
06/30/95
FILE: CARRON
PROJ.
NO.1482-01-95
NOTES: FOR REFERENCE
ONLY
BY
MEO
AREA (A)= O.B50 ACRES
RUNOFF COEP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.95 0.95 1.00
SITE IS ESSENTIALLY ALL PAVED OR ROOFED
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (TO NOT APPLICABLE
LENGTH =? FEET
SLOPE _?
%
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (It) =L/(60*V)
FLOW
TYPE
L (ft) _? S (i)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (6)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S 00
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (i)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc =Ti+TOTAL TRAVEL TIME
ASSUMED DUB TO
SIZE OF SITE
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 5.00
5.00
5.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 2.66
4.55
7.91
CONCLUDE:POR REFERENCE ONLY
SHEAR ENGINEERING CORPORATION
DEVELOPED
PAGE 3A FLOW TO OUTLET STRUCTURE Ed
FROM BASIN Ibd
PROJECT: CAR WASH DATE 06/30/95
PILE: CARRUN PROJ. NO.1482-01-95
NOTES: ROOF AREA TO DRAIN UNDETAINED TO NORTH BY MEO
COLLEGE AVENUE
AREA (A)= 0.040 ACRES
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.95 0.95 1.00
PORTION OF ROOF OF CARWASH
TIME OF CONCENTRATION (TO
OVERLAND TRAVBL TIME (Ti) NOT APPLICABLE
LENGTH =? FEET
SLOPE _?
%
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
Ti (min)= 0.00
0.00
0.00
NOT APPLICABLE
TRAVEL TIME (Tt)=L/(60*V) PLOW TYPE
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S M
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S W
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S 00
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S M
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (6)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (6)
_? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE
3-2
TOTAL TRAVEL TIME
(min) =
0.00
Tc=Ti+TOTAL TRAVEL TIME
ASSUMED DUE TO
SIZE OF
SITE
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 5.00
5.00
5.00
USE Tc = 5
5
5
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
I = 3.29
5.64
9.30
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfs)
2 YEAR
10 YEAR
100
YEAR
Q = 0.13
0.21
0.37
'
CONCLUDE: INSTALL DRAIN AT EXIT FROM CARWASH
ROOF DRAIN TO DRAIN OUT TO FLOWLINE UNDETAINED
0
SHEAR ENGINEERING CORPORATION
PAGE 4 DETENTION VOLUME REQUIRED FOR
CAR WASH AT 243 NORTH COLLEGE
PROJECT: CAR WASH DATE: 06/30/95
PROJ.NO. 1482-01-95
FILE: CARCUHP BY MEO
NOTES: AREA INCLUDES THE SITE ONLY. THE 1/2 ROW OF NORTH COLLEGE IS NOT INCLUDED.
A VARIANCE FROM THIS REQUIREMENT IS REQUESTED IN FINAL DRAINAGE REPORT. CONTRIBUTING AREA
INCLUDES PORTION OF ROOF AREA FROM BUILDING TO SOUTH TO PARTIALLY COMPENSATE FOR A
PORTION OF THE ROOF OF THE CARWASH WHICH IS RELEASED UNDBTAINED TO N. COLLEGE AVE.
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 1.00
RELEASE RATE: 0.97 CPS CONTRIBUTING AREA: 0.89 ACRES
INITIAL TIME: 5 MINUTES
TIME INCREMENT: 5 MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
rrrrrrrrrrrrr+rtrrttrrr+trtt+trtrrrtrtrrtrtrrxxrrrrtrrtxxxx+rrrrrrrrr+rr
5 300 9.30 8.28 2483.1 291.0 2192.1 0.05
10 600 7.14 6.35 3812.8 582.0 3230.8 0.07
15 900 6.06 5.39 4854.1 873.0 3981.1 0.09
20 1200 5.21 4.64 5564.3 1164.0 4400.3 0.10
25 1500 4.63 4.12 6181.1 1455.0 4726.1 0.11
30 1800 4.20 3.74 6728.4 1746.0 4982.4 0.11
35 2100 3.81 3.39 7120.9 2037.0 5083.9 0.12
40 2400 3.60 3.20 7689.6 2328.0 5361.6 0.12
45 2700 3.28 2.92 7881.8 2619.0 5262.8 0.12
50 3000 3.02 2.69 8063.4 2910.0 5153.4 0.12
55 3300 2.80 2.49 8223.6 3201.0 5022.6 0.12
60 3600 2.60 2.31 8330.4 3492.0 4838.4 0.11
65 3900 2.43 2.16 8434.5 3783.0 4651.5 0.11
70 4200 2.30 2.05 8597.4 4074.0 4523.4 0.10
75 4500 2.17 1.93 8690.9 4365.0 4325.9 0.10
80 4800 2.07 1.84 8843.0 4656.0 4187.0 0.10
85 5100 1.96 1.74 8896.4 4947.0 3949.4 0.09
90 5400 1.87 1.66 8987.2 5238.0 3749.2 0.09
95 5700 1.77 1.58 6979.2 5529.0 3450.2 0.08
100 6000 1.70 1.51 9078.0 5820.0 3258.0 0.07
x rrrrrrrttrrrrrxrrrxxtrrrrrrtrrrxrrttr rrrr r♦+rrtttttttrttrttrxrxxrtxxxrx
DETENTION VOLUME REQUIRED = 5362 cf
DETENTION VOLUME REQUIRED = 0.12 ac-ft
CONCLUDE:DESIGN GRADING OF PARKING LOT TO ACHIEVE REQUIRED VOLUME
MAXIMIZE VOLUME AS MUCH AS POSSIBLE
SHEAR ENGINEERING CORPORATION
PAGE 4A DETENTION VOLUME REQUIRED FOR
CAR WASH AT 243 NORTH COLLEGE
PROJECT: CAR WASH DATE: 06/30/95
PROJ.NO. 1482-01-95
FILE: CARCUHP BY MBO
NOTES: AREA INCLUDES 1/2 ROW OF NORTH COLLEGE AVENUE
VARIANCE HAS BEEN REQUESTED FROM THE 1/2 ROW REQUIREMENT
IN THE FINAL DRAINAGE REPORT
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 1.00
RELEASE RATS: 0.97 CPS CONTRIBUTING AREA: 1.21 ACRES
INITIAL TIME: 5 MINUTES
TIME INCREMENT: 5 MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfe cf cf cf ac-ft
rrrrrrrrrrrrrr+xxxrx+xxxxxxrxrrxxrrrrrrrrrrrrrrrrrrrrrrxxxxxrrrrrrrrrrrr
5 300 9.30 11.25 3375.9 291.0 3084.9 0.07
10 600 7.14 8.64 5183.6 582.0 4601.6 0.11
15 900 6.06 7.33 6599.3 873.0 5726.3 0.13
20 1200 5.21 6.30 7564.9 1164.0 6400.9 0.15
25 1500 4.63 5.60 8403.5 1455.0 6948.5 0.16
30 1800 4.20 5.08 9147.6 1746.0 7401.6 0.17
35 2100 3.81 4.61 9681.2 2037.0 7644.2 0.18
40 2400 3.60 4.36 10454.4 2328.0 8126.4 0.19
45 2700 3.28 3.97 10715.8 2619.0 8096.8 0.19
50 3000 3.02 3.65 10962.6 2910.0 8052.6 0.18
55 3300 2.80 3.39 11180.4 3201.0 7979.4 0.18
60 3600 2.60 3.15 11325.6 3492.0 7833.6 0.18
65 3900 2.43 2.94 11467.2 3783.0 7684.2 0.18
70 4200 2.30 2.78 11688.6 4074.0 7614.6 0.17
75 4500 2.17 2.63 11815.6 4365.0 7450.6 0.17
80 4800 2.07 2.50 12022.6 4656.0 7366.6 0.17
85 5100 1.96 2.37 12095.2 4947.0 7148.2 0.16
90 5400 1.87 2.26 12218.6 5238.0 6980.6 0.16
95 5700 1.77 2.14 12207.7 5529.0 6678.7 0.15
100 6000 1.70 2.06 12342.0 5820.0 6522.0 0.15
r rrrrrrrrrrrrrrrrrr+rrxrrrrrrrrrrrrrrrrrxrrxxx+rrrrrrrrrrrrrrxxxxrrxrrxr
DETENTION VOLUME REQUIRED = 8126 cf
DETENTION VOLUME REQUIRED = 0.19 ac-ft
CONCLUDE:POR REFERENCE ONLY
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR DETENTION BASIN
VOLUMES
PAGE 5
PROJECT :CAR WASH DATE: 06/30/95
PROJ. NO:1482-01-95
LOCATION:243 N. COLLEGE BY MEO
NOTES :PARKING AREA DETENTION FILE: CARAVG
CONSTANT: 65 = 1 SQ IN. FIRST EVEN CONTOUR 4978.5 FEET
INVERT 4978 FEET TOP ELEV 4979.5 FEET
INCREMENT 0.5 FOOT SCALE: 1" = 20 FEET
•r:+rrrr rr+rrrrr ♦♦♦rrrrr rtxrr rrrtr rrtrtrtrrtrtr rtrrrrrrr ♦♦♦rrrrr ♦rrrrr♦♦
ELEV PLANI- AREA AREA VOLUME CUM. CUM. CUM.
METER (Al) (A2) (V1) VOLUME VOLUME VOLUME
ft READING sq in sq ft cf cf cy ac-ft
r ♦+rrrrr xrtrtrtrtrtrtrt rtrtrtrtrrrr +rrrrr++ ♦rrrrr+♦ rrxtr+xx rttrtrtrtrrr rrrrrrrr
4978 0 0.00 0 0 0 0 0.00
4978.5 203.5 3.13 1252 313 313 12 0.01
4979 1225.5 18.85 7542 2198 2512 93 0.06
4979.5 2177 33.49 13397 5235 7746 287 0.18
t rttrrtrtrtrtrrrrrr rrrrrrrrrrrrrrtrrxr++rxrrxxtxrxr+rtrtrtrrrrtrrrrrrrrxrr+rxxr
FORMULAE:A1= (PLANIMETER READING)/CONSTANT
A2= (A1)*SCALE SQUARED
DETENTION VOLUME REQUIRED FOR 100 YEAR STORM = 5362.00 CE
0.12 ac-ft
VOLUME PROVIDED = 7746.15 cf
0.18 ac-ft
REQUIRED 100 YEAR WATER SURFACE ELEVATION (ft) = 4979.27
FREEBOARD PROVIDED (ft) = 0.23
CONCLUDE:POND IS ADEQUATE FOR ON SITE CONTRIBUTING AREA
VARIANCE FROM INCLUDING 1/2 ROW IS REQUESTED DUB TO SITS
GRADING RESTRICTIONS
i.-
NI
=a
1��Nmmmw�l
9LUD-10A A
I J_
A. 1.
1�
SHEAR ENGINEERING CORPORATION
FOR REFERENCE ONLY
PAGE 6
PROJECT: CAR WASH DATE: 06/30/95
PROJECT NO 1482-01-95 BY MBO
PROJECT LOCATION :243 NORTH COLLEGE
NOTES: NO RBSTRICTION PLATE - PIPE CAPACITY IS RESTRICTING FACTOR SEE PAGE 6B
FILE NAME: CAROUT
INPUT FOR OUTLET STRUCTURE
STRUCTURE TYPE: 1 WEIR TYPE NA OUTLET PIPE
LOWER ORIFICE DIAM. (ft) - 0.41 WHIR LENGTH (ft) -NA PIPE DIAM (ft) = 0.50
LOWER ORIFICE INV. (ft) - 77.37 WHIR INVERT (ft) =NA PIPE INV. (ft) = 77.37
LOWER ORIFICE COEF. (Cl) - 0.65 WHIR COBF. (Cw) =NA ORIFICE COBF (Co)= 0.65
UPPER ORIFICE DIAM.(ft) - NA TOP OF BERM (ft) = 79.50 INIT. DELTA (ft) - 0.63
UPPER ORIFICE INV. (ft) - HA INIT. DELTA (ft) - 0.63 DELTA HEAD (ft) = 0.25
UPPER ORIFICE COEP. (Cu) - NA DELTA HEAD (ft) = 0.25
2 YR. RELEASE RATE (cfe) = NA DETERMINE ORIFICE SIZE
10 YR RELEASE RATE (C£s) = NA 10 YR WSEL REQUIRED (ft) = NA FOR MAJOR STORM
100 YR RELEASE RATE (Cfe)= 0.97 100 YR WSBL REQUIRED (ft)= 79.27 Q= CA(29H)^0.5
OUTLET PIPE DIAM. (ft) = 0.50 OVER FLOW YES A = Q/(C(2gH)"0.5
PIPE SLOPE M = 0.50 WHIR TYPE BROADCRBSTED H (ft) = 1.90
MANNINGS n 0.012 WHIR LENGTH (ft) = 90.00 C = 0.65
WHIR INVERT (ft) = 79.50 Q (cfe)= 0.93
WHIR COBF. (Cwo) = 2.60 A = 0.13
NOTE: OVERFLOW WHIR CONSISTS OF CURB ALONG THE NORTH SIDE OF PROPERTYR (ft) = 0.203
OVERFLOW RUNOFF WILL BE CONVEYED TO N. COLLEGE VIA PAVED ALLEY D (ft) = 0.406 USE 0.41' (5")
rrt***rr ******** **♦**r*r *OUTPUT* ******** ******** r***r*** ***r*r**
PIPE AREA (SF) = 0.20 WETTED PERIMETER = 1.57 FEET
HYD. RAD (FT) = 0.125 FEET R^2/3 = 0.2498
OUTLET PIPE CAPACITY = 0.43 CPS HW/D = 1.0
LOWER ORIFICE AREA (A) = 0.1320 SQUARE FEET
UPPER ORIFICE AREA (A) = 0.0000 SQUARE FEET
*****tt rrrrrr• r***r*• +OUTPUT* *r*+rrr rrrrrrr *rrr•+r r***rrr rr*r+*r r*r+rar rrrrrrr rrr*rrr
OVERFLOW SPILLWAY
rrr*rrr rrrr*rr rrrrrrr rrrrr+*
HEAD HEAD HEAD SUE HEAD
ELEV. OVER LOWER OVER UPPER OVER TOTAL OVER HLEV.
LOWER ORIFICE UPPER ORIFICE WEIR WEIR FLOW WEIR WHIR TOTAL
ORIFICE FLOW ORIFICE FLOW FLOW FLOW FLOW
ft ft cfe £t cfe ft cfe cfe ft c£e cfe ft
77.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 77.37
78.00 0.63 0.55 0.00 0.00 0.00 0.00 0.55 0.00 0.00 0.55 78.00
78.25 0.88 0.65 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.65 78.25
78.50 1.13 0.73 0.00 0.00 0.00 0.00 0.73 0.00 0.00 0.73 78.50
78.75 1.38 0.81 0.00 0.00 0.00 0.00 0.81 0.00 0.00 0.81 78.75
79.00 1.63 0.88 0.00 0.00 0.00 0.00 0.88 0.00 0.00 0.88 79.00
79.25 1.88 0.94 0.00 0.00 0.00 '0.00 0.94 0.00 0.00 0.94 79.25
79.50 2.13 1.01 0.00 0.00 0.00 0.00 1.01 0.00 0.00 1.01 79.50
79.37 2.00 0.97 0.00 0.00 0.00 0.00 0.97 0.00 0.00 0.97 79.37
*rrrr*** *rrr+rrr rr****** rr*r*rrr **rr***r r**rrrrr *******t **r**rrr trt+r rrr ♦r*r*rrr rrrr++rr r*rrr*+•
ORIFICE EQUATION: CA(2gH)^1/2 WHIR FLOW HQTN. : CwLH'3/2
SHEAR ENGINEERING CORPORATION
FOR REFERENCE ONLY
PAGE 6A DETERMINE 100 YEAR W.S. ELEV.
PROJECT: CAR WASH DATE: 06/30/95
PROJECT NO 1482-01-95 BY MBO
PROJECT LOCATION :243 NORTH COLLEGE
NOTES: NO RESTRICTION PLATE - PIPE CAPACITY IS RESTRICTING FACTOR SHE PAGE 6B
FILE NAME: CAROUT
CHECK FOR HIGH WATER ELEVATION Qrelease (cfe) = 0.97
START AT ELEV. 79.350 FEET
DELTA HEAD = 0.001 FEET
HEAD HEAD HEAD
ELEV. OVER LOWER OVER UPPER OVER WEIR TOTAL
LOWER ORIFICE UPPER ORIFICE WEIR FLOW FLOW
ORIFICE FLOW ORIFICE FLOW
ft ft cfe ft cfe ft cfe cfe
79.350 1.980 0.969 0.000 0.000 0.000 0.000 0.969
79.351 1.981 0.969 0.000 0.000 0.000 0.000 0.969
79.352 1.982 . 0.970 0.000 0.000 0.000 0.000 0.970
79.353 1.983 0.970 0.000 0.000 0.000 0.000 0.970
79.354 1.984 0.970 0.000 0.000 0.000 0.000 0.970
79.355 1.985 0.970 0.000 0.000 0.000 0.000 0.970
79.356 1.986 0.971 0.000 0.000 0.000 0.000 0.971
100 YEAR W.S.ELEV. (ft) = 79.35 > 79.27 = REQ'D W.S.ELEV
CONCLUDE: OUTLET STRUCTURE RESTRICTS FLOWS ADEQUATELY
REGULAR MAINTENANCE OF OUTLET STRUCTURE WILL BE REQUIRED
SHEAR ENGINEERING CORPORATION
PAGE 6B DETERMINE HYDRAULIC GRADE LINE (HGL) SLOPE
PROJECT: CAR WASH DATE: 06/30/95
PROJECT NO 1482-01-95 BY MEO
PROJECT LOCATION :243 NORTH COLLEGE
NOTES: RESTRICTION PLATE TO BE PLACE ON OUTLET FROM AREA INLET '
FILE NAME: CAROUT
TOP OF POND (ft) =
79.50
100 YEAR WATER SURFACE ELEVATION (ft) =
79.35 ASSUMES RESTRICTION PLATE WAS ATTACHED
TOTAL LENGTH OF OUTLET CONVEYANCE (£t) =
118.00
FLOW LINE ELEVATION AT N. COLLEGE AVE. =
76.77
LENGTH TO BACK OF WALK (ft) =
102.SO
FLOW LINE ELEVATION AT BACK OF WALK (ft) =
76.86
TOP OF 6" PVC AT BACK OF WALK (ft) =
77.36
100 YEAR W.S.BL. - TOP OF PVC AT B.O.W. (ft) =
1.99
HGL SLOPE _ (1.99/102.5)*100 =
1.94$
CONVEYANCE FACTOR FOR 6" PVC ((1.486*A*R-2/3) =
6.079 REFER TO TABLE 4
PRESSURE CAPACITY OF 6" PVC (Cfs) =
0.85
TOP OF POND - TOP OF PVC AT B.O.W. (ft) =
2.14
HGL SLOPE PRIOR TO OVERFLOW (2.14/102.5)*100) =
2.09%
WORST CASE PRESSURE CAPACITY OF 6" PVC (cfs) =
0.88
CONCLUDB:PIPE CAPACITY CONTROLS RELEASE FROM DETENTION POND/PARKING LOT
RELEASE FROM SITE IS LESS THAN CALCULATED ON
PAGE 2
THEREFORE RESTRICTION PLATE AT AREA INLET IS NOT REQUIRED.
a
SHEAR RNGINRHRING CORPORATION
FOR REFERENCE ONLY
PAGE 7 WHIR CAPACITY
PROJECT: CAR WASH DATE: 06/30/95
PROJECT NO 1482-01-95 BY M8O
PROJECT LOCATION :243 NORTH COLLEGE
NOTES:
FILE NAME: CARWBIR
INPUT FOR OUTLET STRUCTURE
STRUCTURE TYPE:
LOWER ORIFICE DIAM. (ft) - NA
LOWER ORIFICE INV. (ft) = NA
LOWER ORIFICE CORP. (Cl) = NA
UPPER ORIFICE DIAM.(ft) = NA
UPPER ORIFICE INV. (£t) = NA
UPPER ORIFICE COBF. (Cu) = NA
2 YR. RELEASE RATE (cfe) = NA
1 WEIR TYPE NA
WEIR LENGTH (ft) =NA
WEIR INVERT (ft) =NA
WEIR COBP. (Cw) =NA
TOP OF BERM (ft) = 80.00
INIT. DELTA (ft) = 0.05
DELTA HEAD (ft) = 0.05
10 YR RELEASE RATE (cfe) = NA 10 YR WSEL REQUIRED (ft) = NA
100 YR RELEASE RATE (cfe)= NA 100 YR WSEL REQUIRED (ft)= NA
OUTLET PIPS DIAM. (ft) = 0.50 OVER FLOW YES
PIPE SLOPE M = 0.50 WHIR TYPE BROADCRESTHD
MANNINGS n = 0.012 WHIR LENGTH (ft) = 90.00
WHIR INVERT (ft) = 79.50
WHIR COBF. (Cwo) = 2.60
NOTE: OVERFLOW WHIR CONSISTS OF CURB ALONG THE NORTH SIDE OF PROPERTY
OVERFLOW RUNOFF WILL BE CONVEYED TO N. COLLEGE VIA PAVED ALLEY
r+rrrr* *OUTPUT* *rrrrrrrr****tf•++tr*t♦r*rrrr+rtrrftr+t*rrrrrxrtttt*rr
t rrrr** OVERFLOW SPILLWAY*********
ttitrrr +ttf*ri t+t+r*f frttt+ttt
HEAD
BLBV. OVER
WEIR WEIR
PLOW
ft ft c£e
+rrrr**+rrrr+tt+trrf xrrr+++
79.50 0.00 0.00
79.55 0.05 2.62
79.60 0.10 7.40
79.65 0.15 13.59
79.70 0.20 20.93
79.75 0.25 29.25
79.80 0.30 38.45
79.85 0.35 48.45
79.90 0.40 59.20
79.61 0.11 8.54 = APPROXIMATELY Q100 FOR DEVELOPED SITE
r rrxr+++rrrr+t*+rrrr+++tr++
WEIR FLOW EQTN. : CwLH^3/2
CONCLUDH:SHOULD OUTLET BE COMPSTHLY CLOGGED, THE DEPTH OF FLOW OVER
THE CURB WILL BE LESS THAN 0.11 ft (1 3/8")
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: CWA� Z } fV.�Y1 qil� STANDARD FORM A
COMPLETED BY: DATE: ( 3ole
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE(ac)
(ft)
($)
(feet)
($)
($)
ZUU
�5.5
30�
au ,u
MARCH 1991 8-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: Ca(z, WgSlk -z43 dV ii � A� c STANDARD FORM B
COMPLETED BY: h1Ey DATE: C 30
Erosion Control C-Factor P-Factor
Method Value Value Comment
SL�� crvG _ I.o
5s� G.u� I,UU
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
i
O, d1
A- 0.1-7
(kav V(u wA = 60kiv) Spo SF� G\ZZ
: 0,%0
Spa
L()avj3
=
o,<x „ L�d,ziX,_c,,ti�)+ C•us�o.�.u�i•�)��,`�%
ate- o,��
MARCH 1991 8-15 DESIGN CRITERIA
July 5, 1995
Project No. 1482-01-95
Basil Hamdan
City of Fort Collins Storm Water Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Stockover Car wash ® 243 North College Avenue; Fort Collins, Colorado
Dear Basil,
Attached is the erosion control security deposit estimate for Stockover Car wash ® 243 North
College Avenue.
ESTIMATE 1:
185 LF of silt fence at $3.50 per LF $ 647.50
1 - Hay bale barrier at area inlet ® 75.00 each $ 75.00
TOTAL ESTIMATED COST: $ 722.50
x 1.50
S 1,083.75
ESTIMATE 2:
re -vegetate the disturbed area of 0.87 acres at $1,300.00 per acre $ L131.00
TOTAL ESTIMATED COST: $ 1,131.00
x 1.50
S 19696.50
The total required erosion control security deposit will be $ 1696.50
If you have any questions, please call at 226-5334.
Sincerely,
Brian W. Shear, P.E.
Shear Engineering Corporation
BWS / mb
cc: William and Maureen Stockover
Dave Stringer, City of Fort Collins
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334
O
0trn000
o
4 4 Ui Ui Ui
U)
00 CD 0 0 Co
0
mmmm000000
o
. .
tr tr tr tr In In In Ui In Ui
v
00 00 Co CO CO CO 00 00 00 00
O
OornrnOtrnrnrnMC%MM0000
o
tr tr tr tr tr tr tr q tr tr tr tr Ui Ui In
M
DD 00 O CO O O CO 00 CO CO 00 CO CO 00 O
o
rO000cootmrnrnrnrnrnrnrnrnmmrnrnrnrn
. . . . . .
o
. . . .
qqtr tr tr tr tr tr tr tr tr tr tr tr tr tr tr tr tr tr
N
00 O 00 00 W 00 OD O CO O CO CO o W W 0 CO CO CO 00
O
0MmrMWW%DtDrrrrrnrrrrrnCOODCO00OD
O
v1;v444414 r1;;4;v1s 41;;;41;4441;
A
H
O OD O O O 00 OD 00 CO 00 O CO O0 OD O 00 00 CO 00 00 OD CO CO O O CO
0
CO N M I U) in to tD to tD to to to n r n r r n n n r r CO OD CD
0
.
. . . . . . . . . . . . . . . .
a
ON
(.1 q trtratrtrvtrtrtrtrtrtrtrtrtrtrq q trq q v.r
0
00 00 CO 00 Co 00 0 00 00 00 00 00 00 00 00 00 OD 00 00 CO CO CO w OD m 00
O
w o N M w q In U1 U) to to tD w to tD t0 t0 to tD tD n n r r r n
NC
M to 4; 4 4 Y Y tY 4; 4 4 -; ;; 4; 4 4 4 q4 qq4
z
OD CO 0 00 00 OD OD 00 00 00 CO CO CO CD 0 CO 0 00 00 00 00 O0 CO OD OD O
H
O
tr 0l rl N M M -o- r r -tr In U1 1n In In In In to In %o to t0 tD tD tD r
1aa
O
r
M M tr V d tY t7 q q st d a} q at d ti d t7 d d tr V g d V V
U
ao 0 0 ao W t0 ao O CD c0 O c0 c0 a0 0 W aD O CO W aD o0 0 O W o0
aO
O
to
MMMtrvtrq trtrtrtrtrvtrtrq trvvq trtrtrtrtFtN
w
cocomoocoa000cococ000mc000O0co0ocococ00000cow0000
tea'
.�O
U)NU)n 000100rl rl rlNNNNNMMMMMq'q'q'q'q'
I O
dP .
. . . . . . . . . . . . . . . . . .
O0 w
U)
N (n (n f") M (n tr w tr tr tr q .4r tr
00 O0 00 O O OD W 00 00 00 CO W 00 W O O O 00 00 00 00 CO 00 CO O CO
W Ul
W
w-4m.-1MvLC) intntonnn000O00mmmrnrnrn00000
�A
OU)
R'
a7 q
N. N. r. r. M.
c4 M M M c4 fM c4 fM CM (4 M M M M M. q4 ; d;
H A
00 00 OD CO 00 00 00 00 00 CO 00 00 CO Co 00 00 CO CO CO CO CO 00 00 00 00 00
o
tain000r-INMtrtPLOU)Ln%DWWtotonnnrCOCOCornrn
E-I
.
.
N
t7
ri N N fM f. (4 M M M M (4 P1 C M M M M M M M M M M M M M
CO CO 00 DD CO 00 00 00 CO 00 W W 00 OD 00 00 CO CO 00 O O CO O o CO O
W
:) U) r1r4U)rO00riNNMMMq'-0 q'trm00tDtOwrr
M rl N N N N M M M M M M M M M M M M M M M M M M M M M
O CO O 00 O OD W OD O CO 00 CO W O 00 00 O CO CO o CO CO CO CO O CO
O O MNww010r1NNM MMq'trq'q'q'tY0mInmwwww
. . 4 rrr. N N N NN. NN. N N N N. N N N N N. N. N. N. NN W D0CID CID CDODODODODCD00 CO OD CID CO OD 00 00 00 CD 00 000000000000
a
In InlnotNMtrintonrnwmaootrnotrno+o+o00000
a
N 01 O O rl ri rl rl rl rl rl rI r 4 r1 r1 4 r1 ri 4 rI N N N N N N
nc000cOc000000o0omooa000cocoCocot00000aococ000coco
w
Z 0 v m O MUI w w w 01000 r1 1-1 rl rl N N N N M M M M MM
H
. . . . . . . . . . . . . . . . . . . . .
N w O1 O O O O O O O r! rl rl rl rl ri rl rl ri ri r) rl rl rl e-1 rl rI
n n ao 0o ao co ao co 0 ao m ro ao w ao ao m 0 0 0 00 00 00 0 m m
In wNOrI t. m r n w m m 00 1-1 rI rl rI rl N N N M M M MM
. . . . . . . . . . .
rl VOCOCD0;0;01010101(1 800000000000000
r r n n n r n r r r r 00 O 00 CO CO CO 00 0 o 00 00 00 O OD O
O tOM0 V r, ON 0 r4 N M Cw) V V LnInlnMW%D0tOnnl0tOt0
. . . . rl q'tOr r. r. r. 0000 CO . 0000 C0 O CO CO 0. 0 CO CO CO CO o. o. COO.
rrrnnnrrrrrrnrrrnrrrrrrnrr
In 0%0-e%Dn000orr rtD%D%DU) V qtMMNCS) 01tDtrr101%D
O ONNNNNNNNNNNNNNNNNC NC I4444
r r r r r r r r r r r r n n n n r r r r r r r r r r
x
MH.-. 00000000000000000000000000
OC9E1 00000000000000000000000000
azw rINMq IntOr00010rINMq U1tOr000tOU10U1011f0
w W— rl ri H H ri e�ri rl ri rlNNMMtF q'U1
a
..nolu Ioo. A.d I1FSI(:N ('RITFRIA
APPENDIX II
Charts & Figures
R-M-P Medium Density Planned Residential District — designation for medium density
areas planned as a unit (PUD) to provide a variation in use and building placements
with a minimum lot area of 6,000 square feet.
R-L-M Low Density Multiple Family District — areas containing low density multiple family
units or any other use in the R-L District with a minimum lot area of 6,000 square feet
for one -family or two-family dwellings and•9,000 square feet for multiple -family
dwellings.
M-L Low Density Mobile Home District — designation for areas for mobile home parks
containing independent mobile homes not exceeding 6 units per acre.
M-M Medium Density Mobile Home District — designation for areas of mobile home
parks containing independent mobile homes not exceeding 12 units per acre.
B-G General Business District — district designation for downtown business areas,
including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total
floor area of the building.
B-P Planned Business District — designates areas planned as unit developments to
provide business services while protecting the surrounding residential areas with
minumum lot areas the same as R-M.
H-B Highway Business District — designates an area of automobile -orientated busi-
nesses with a minimum lot area equal to 1/2 of the total floor area of the building.
B-L Limited Business District — designates areas for neighborhood convenience
centers, including a variety of community uses with minimum lot areas equal to two
times the total floor area of the building.
C Commercial District —designates areas of commercial, service and storage areas.
I-L Limited Industrial District —designates areas of light industrial uses with a minimum
area of lot equal to two times the total floor area of the building not to be less than
20,000 square feet.
I-P Industrial Park District —designates light industrial park areas containing controlled
industrial uses with minimum lot areas equal to two times the total floor area of the
building not to be less than 20,000 square feet.
I-G General Industrial District — designates areas of major industrial development.
T Transition District — designates areas which are in a transitional stage with regard
to ultimate development.
For current and more explicit definitions of land uses and zoning classifications, refer to the
Code of the City of Fort Collins, Chapters 99 and 118.
Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt................................................................................................ 0.95
95
Concrete............................................................................................. 0.
Gravel................................................................................................. 0.50
Roofs.......................................................................................................... 0.95
Lawns, Sandy Soil:
Flat<2%............................................................................................. 0.10
Average2 to 7%.................................................................................. 0.15
Steep>7%.......................................................................................... 0.20
Lawns, Heavy Soil:
Flat<2%............................................................................................. 0.2
Average2 to 7%.................................................................................. 0.25
Steep>7%......... :................. ............................................................... 0.35
MAY 1984 3-4 DESIGN CRITERIA
PORT COLLINS
RAINPALL INTRNSITY CURVR DATA POR CITY OP PORT COLLINS
PIG 3-1
INTERPRETED DECEMBER 21, 1992 BY MARK OBERSCHMIDT
SHEAR ENGINEERING CORPORATION
INTENSITIES IN RED ARE BASED ON STRAIGHT LINE INTERPOLATION BY
MARK OBERSCHMIDT ON MARCH 9, 199S
2 5 10 25 50 100
TIME YEAR YEAR YEAR YEAR YEAR YEAR
flfif tlffflfltttf if if if lftifffff tfffftitf lffif ifttttl tffflfltft
5 3.29 4.70 S.64 7.02 7.95 9.30
6 3.14 4.49 5.402 6.716 7.63 8.868
7 2.99 4.28 5.164 6.412 7.31 8.436
8 2.84 4.07 4.926 6.108 6.99 8.004
9 2.69 3.66 4.688 5.804 6.67 7.572
10 2.54 3.65 4.45 5.50 6.35 7.14
11 2.46 3.534 4.31 5.32 6.138 6.924
12 2.38 3.418 4.17 5.14 5.926 6.708
13 2.3 3.302 4.03 4.96 5.714 6.492
14 2.22 3.186 3.89 4.78 S.502 6.276
15 2.14 3.07 3.75 4.60 5.29 6.06
16 2.082 2.986 3.65 4.48 S.152 5.89
17 2.024 2.902 3.55 4.36 5.014 5.72
18 1.966 2.818 3.45 4.24 4.876 5.55
19 1.908 2.734 3.35 4.12 4.738 5.38
20 1.85 2.65 3.25 4.00 4.60 5.21
21 1.806 2.588 3.174 3.908 4.496 5.094
22 1.762 2.526 3.098 3.816 4.392 4.978
23 1.719 2.464 3.022 3.724 4.288 4.862
24 1.674 2.402 2.946 3.632 4.184 4.746
25 1.63 2.34 2.87 3.54 4.08 4.63
26 1.598 2.294 2.816 3.466 3.998 4.544
27 1.566 2.248 2.762 3.392 3.916 4.458
28 1.534 2.202 2.708 3.318 3.834 4.372
29 1.502 2.1S6 2.654 3.244 3.752 4.286
30 1.47 2.11 2.60 3.17 3.67 4.20
35 1.32 1.92 2.38 2.88 3.3S 3.81
40 1.20 1.76 2.19 2.67 3.08 3.60
4S 1.12 1.62 2.02 2.46 2.84 3.28
SO 1.04 1.51 1.87 2.27 2.65 3.02
55 0.97 1.40 1.73' 2.12 2.46 2.80
60 0.90 1.32 1.62 1.99 2.32 2.60
65 0.88 1.24 1.52 1.84 2.18 2.43
70 0.82 1.18 1.44 1.72 2.OS 2.30
75 0.79 1.11 1.38 1.62 1.93 2.17
80 0.74 1.07 1.30 1.S3 1.82 2.07
85 0.70 1.00 1.23 1.46 1.73 1.96
90 0.68 0.97 1.20 1.40 1.67 1.87
95 0.64 0.91 1.13 1.32 1.59 1.77
100 0.61 0.88 1.09 1.27 1.51 1.70
105 0.60 0.83 1.04 1.22 1.46 1.63
110 0.57 0.80 1.00 1.18 1.40 1.57
115 0.54 0.78 0.96 1.14 1.33 1.50
120 0.52 0.76 0.91 1.10 1.19 1.44
No Text
cc
E-'
O
M[V t N to
r+to
0)t0
Ot••+
d'm
•?mtOtoo
WNM
Mt W
C
OODM
ttA
N
OOr+NM
Ot.••t
0to
on MN
co
.r . Cl)
LL') t
.••i .••1 M
d' tD
O
O to M N qt
. M
m 00 O
V• to to
t .•-�
C.) tD r M .•+
to N .
0) N to
O
tpp O
at`N
qr N
CD d' tD M
.-t M to
to tD O
O a! tD
t O
N d OD M m
M tO CD
-W m 00
m
to m .•.
M M
O O O .-t N
M M to
to CO d
m iD
d' d'
.••i
N M In
.•+
N CO)
to
1nCl) MtDt
tn0to
Md'to
to CDtn
MO
"4MM(7)o
t.+0
mV4t-
ONN
N
. . . . .
. . .
. . .
. . .
N t0
OOOON
MtD rt
tt 00
MOd'
td-
.••�
tiNM
to tti
.4N
O
d' a) M CD to
CD CD 0
m co W
to aY O)
r+ •'+
.�N to M 00
Mato
ON(D
-crGo t
N
4 O
C;C;C; +
MtoO)
tD ;4
PNN
toN
.••�NM
d'tD0
.4N
.-t
to
Mt 0)0M
"r to
to.4N
00 CID
N0)
t
.•+ N at co t
N
O t t
M t to
; U;
OOOOr•t
MtoM
1O
at Cp to
r
_
�•r N M
at to 0)
.� N
D+
O
Nto to t-O
o)Mt
cN NN
NO
to CD
F
4.)
+)Lo
r+N �rt W0)t
to
MOO
0qO•tn
0000.-+
Nat OD
M14
m�
N�
qrLo�
a
t.
O
U
to
t co 0 et
to N N
N m 0
OD m
m 0
.••� N
O M " 00 to
(D M 00
t "T
to to t
3
4-)
N sf (D C'
. . .
. . .
. .
.•. d•
6)
N-c•t
Nmt
tM0
Nt
N
Q1
0000�
��N
MeY 00
4r
L1
m
G�:
U
:-) O
to (D et M m
t M O
m t
to at CD
O tD
a••+
O)O
o.
0)0t00
MO0O
M.+tf)
tner N
1--iA
N
ONMtDm
mto
a
7
0...'+
U
NCl) t
.-+ter
M 4N
Oto
U
0000
N
Matt
a'
5
to
M M er CD et
to %r tD
to t N
m 00 00
er 00
O
Ot
ODtNNM
OMO
00 OON
0avLC)
O'-MtD~
G.
tA0
NMto
mmr
m00N
mm
H
0 0 0 0
N
N M tD
.-•�
7
O
coCDerOCD
CID C•)tn
tnd'M
NNm
�O
k.
to
tO v tD M N
CD t m
O. m
t at O
O •-+ N d m
• • •
t O
0
.••t N er
O0 N t
M
t •-+
O O O O O
•-+ .•r
N M u7
.--�
LO
t N .- O d
O 00 V
co (D O
to 0) to
to
M
In N N CD t
at N
t. IY)
co N t-
o " " cl) t-
C N
O
at
CD O er
mCDN
tom
0 0 0 0 0
14
N C
0
MNt Ntn
tD MM
MOO tD
0t-"
erM
N
at m to tm
ot-"
0CD O)
OOOM
tto
O O . N M
O
1-4 . cn
to t O
to m N
00 m
O O O O O
co
"t t0
O
OtoMNd•
toN14
OMto
.-4toto
t.�
.•r
MtD 1-4 0).
tNN
tD ert
t0 O 00
erN
00+-+r+at
O
O~ N
M 10) t
O1-4
00 O O O
• N
M at
LO
to at tDM
MtD t0
d'at 00
Od'tD
tO
O
LO Co 10
to 00 d'
to M .-y
M OD
.Nr
O O O .M•t N
O
O
OO.-t
NMto
tm tD
d•at
000 O O
.+
N M
O
11
N
d'M M to to
d'mM
.-+Mt
d'tl0 N
.•4 .•�
O
" N to 00 O0
CM to M
t0 er er
t N N
at O
C
0000.••�
t7
000
.+NM
d tDO
1nN
O O O O O
••••�
.-� N
m
i+
tN 00 0)
d•OM
0tn 00
.+tnt
M•�
.j
O
totDmt-0)
tCDm
00CD0
toMto
J•?
mOtOO
MCD m
M14 to
to ;N
OD to
O OU�1
ONMtDCV)
N Cl) to
O�
��N
��
m
M at to tD 00
O N to
OD . at
t O CD
N CO
A •rl
July 5, 1995
Project No. 1482-01-95
Re: EROSION CONTROL SECURITY DEPOSIT REQUIREMENTS:
Stockover Car wash at 243 North College Avenue; Fort Collins, Colorado
A. An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C : SECUF=; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
1. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
i The cost to install the proposed erosion control measures is approximately
$722.50. Refer to the cost estimate attached in Appendix I. 1.5 times to install
the erosion control measures is $ 1,083.75
ii. Based on current data provided by the City of Fort Collins Storm Water Utility,
and based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 0.87 acres), we estimate that the cost to re -
vegetate the disturbed area will be $1,131.00 ($1,300.00 per acre x 0.87 acres).
1.5 times the cost to re -vegetate the disturbed area is $1,696.50. The $1,300.00
per acre for re -seeding sites of less than 1 acre was quoted to us by the City of
Fort Collins Storm Water Utility staff.
CONCLUSION:
The erosion control security deposit amount required for Stockover Car wash at 243 North
College Avenue will be $1,696.50.
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334
APPENDIX III
Master Drainage and Erosion Control Plan
GRADMG AND UYAINAGE GENERAL NOTES
1 11. c"y 4 IIAMMI c, Inv K.I II
I, ,
nl r..mL N.uue• [w�l l,m l,xm•h .ni m c
TM1r.IY.
n All awe.rvnb, .. e,,.Y O
c'Mkk InvdnlnI I,""
Awl MR Cv,.Yv.Iba MIWY. wiv IM�mmnFm,
M. m rokva, 0.Swu.lqi d Nuhh Wv..
OAM:y u,IM�ivwm,, WOCOI6NtA]�O C2ck
r. Ceb.b ® IM
u•• Ien,.,,b and iMMMMM SMLa Iv. UON/L]%o
J. Y,k A'1'MS b N Y all Y Y Ii11R A.. Al
wwW in YwYY
GM.JIr &Whet~ NO*. we
unwl,..n.WA vw.ee.dlY IYN T.Is
r ku"yyM . p.lshe& aso �I Y Y. 9eo d
IM m. Momp mowwwat IenM.1 wit O MI ,,h
IIm Ar1.6impe rymem lneuw aamli„C Io,Le Jmnu,6
BALE: I•MME
FUTURE STORMWATER UTILITY OFFICES
I \
----, co�
L &,
II
I ` B
WASHINGTONS .� `� a
BAR & GRILL /' �.
DRAINAGE CONSTRUCTION NOTES voNEnuTCNNCE t
IQI II: nnu'r v,.w.rv.n •wr'w.crCm bass rwdl ML,w,
I �IYIW Cinlol .0 Jwwn nnnuA c
EO lww rE uil,'AMR lr nnl,..n.WIxL,,.1,IE,�b..bM AMR = M n 0 ,a. Ia.O a, 91, 01. ,MM
• )I.WLPo(wmrtmuurth Jrail:a0.5?x a••4<v.n MA
IM r x
&porn All 'A „,nm Harr ...u:n MA. .0 y to IN on.n .
• Sa 6Yuil an vlu'dN.r.ur.v..,.,.�W„•...n.,.n....:mMn.,u.rn...�...a.ku,••yv.-.IbaOr..................................................................................................
1-rx2,,ov Cvaull _ a
Gmm on vaukto III, N LR-3591a I,u.,n.•.mn. • VaMwd NMI .r r .0 •• •. .. n a.w ..n ..0 au ..0 eau •.a•ra.
•••
Q IAmY: . .1 e
M a ... .W .w,...a..a ...eo m .W,... .m. ,. s...,.......n
• MIF ol6'I•VCm 05% Ah.wM `
Os WNY: ,.....m. ... ._ ..
12'. Yc c vullMAI
Cwb lbwli:lcicv aull•]b.16 "' "'
AMM• BOIITI dvm6:o lc lop of vnull _
Sm Jwil un:IvclXtAAAAAn.IMA ,,, ..,
OLM.Y. IRA AIM
ISOLP6•PVCw0.5%M,hnwn IIIAMI-- e/YNI�PON BYNa♦ry
• 1&0 LF u12r lM idcwalk M1,w hown MIAMI
Uh.lall;+• ••••- ••• _• ••• Lead M.ln.lb, ne. ir„
265 W LFd I w,Jovnvnu. MACY An TWae ORION •Taw lm
_. S¢MIi l llin 11WO v.wrvmi ,N u,., u,n "Ittil nnnmmrnry owhu GMAROM ylMp.kr. -AWlxl
Note: m.a•.I.A11H„r.. nrvun, nv WINIX uu. wnn Vo[r.e M id,I M aIt. RE • 0.I4" I114 eaaml
• IWB Jr wAlh I,nc lle ndoiniu. mxrYn! OdN4+volvun RpuiN -LLIR WAUW nIY. Rw)
Ith,l wis 1 6 n,..nn in,n nor,
Wltlinys wi116:IhC.uuiJu walkaf llx ••••,,•, .,.,..r, .' Iw Ye.e W.s. Ckv. -".35Sam bn
wlkY tyn Pm I1.rIpm Ns, .ole Nw
QY Iv&ell: ,. ,r „ 6..c,� .
I0.0 LF 0(3'wihaiAewa\Cnbm:a J,oxn i IIC u9 0.0w
L Yuuw,nnik..y.
N/Yaeha' W1,M, M, I VE, -uvr •la
r PK W>ue6ks rMr burJw
PR ^CeIY •OLA
d�T
O a —r —r pRA1NAGEREAN{I'RNANCR NQ]L
�, rMun PW�Ir. I: ' Mmmm i l Il ".I
.kAlto AMR , wou bwkNnn-R.e ,,n w'", I�.n,e MR.
E l MIAMI
nV �.N &�
- ------------- M7
� I
D �r
=0.89ecre> a MAY BALE
FA A ftMO RRI�'W Ad S —wu �-
0
MM 0.95 acm
AAAAA
SW \
WJ-0.0-4�\
ASPRNCR �a. K,u
,III +,4'� ,N n`i/:ar N„NO
q
i
281 N0. COLLEGE
CITY OF FORT COLLINS OFFICES
PLAN VIEW ` , AM AM, a MR I VIA ott AM _ Amok
I I
pp� r r to A
040:4 [se
0401
.�'`- - u� .
�. x._ MANOR�
SECTION
CONCRETE VAULT
SECTION A -A
& tC-&I-_- _ 1 Ah TS'B SECTION B-B
C
— . • I ti - • LEGEND
�LL
00
,IrA A k IN u`.. _ t + ^ _ —.� HISWRIC BASIN BOUNDARY
.+ • .-P• �W-1P M *la L - �••' - !-' - . T�- N• f�� jBh tlISTUWC BASIN DESIGNATION City of Fort Collor, Colorado "�'� & S�> UI'BIiY PLLY APPROVAL
DEVEWPED SUBBASIN BOUNDARY
/ElJ itr
Ibtl
,�� DEVELOPED SUBBIN ASDESIGNATION
••� a
h CONCENTRATION POQAT [RELIVE n'
-- FWN' DIRPCTION mm n.
IIM.�m ul.m
NORTH COLLEGE AVENUE EROSION CONTROL LEGEND (SUCCEED n'
�-�• SI.T FENCE GECBD n.
am
BATBALE BARRIER
<IRatm n
BSmONs oY. JUME Ins oNa FAIBRe. urN SHEAR ENGINEERING CORPORATION nu MASTER DRAINAGE AND EROSION CONTROL PLAN N1O'E" "0worm
MOL
-- 4 � _ - FI&1 Beek DL<W W.W.S. WTLLIAM end MAUREEN STOCKOVER Al SO. COLLEGE AVE. SUITE 12. Iron COLLINS. COLORADO 50525 243 NORTH COLLEGE AVENUE CAR WASH 1{B2—OI—SD
Svya I' . Eo• oNJ e.w.s. PHONE: eYo 22R-sTEA YYo ue-.ASI FORT COLLINS, COIARADO 7 1 8